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17C-263 (2) 1ST FLOOR FRAMING PLAN _ #-__ e , i . , h - i rI 1 i .. -11 11 • ,.I x r.k. Miles n incorporated .Mlt► -.. Ovagou:0oog Notion)* 12' 1 ". 7 r - . I . -_ 1` 1 1 I 1 j' 1 , j I • t r. 1 't, zs, i- t — -t 1 . 23' 4" , 'T7 - T/C Dead: 7,. pst B/C Dead: 0 pst W x • TIC Live: 40 pst / .ive: d pst :0 `D r.k. Miles Loads: Fatal Load: pst a incorporated Durarior increase: ]nn, , x . 61 1 - t' i.e: ,... _:.:• ., .. < .;ic ± Designer:Doug Hodgins 4of4 Member Data Description: CalcB10 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 17.6 PLF Filename: Q:lKeiterSco Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 7.00" 14' 8.50" 65 262 Live Point (LBS) Top 0' 7.00" 319 1 Live Point (LBS) Top 0' 7.00" 0 396 Snow Point (LBS) Top 3' 10.88" 470 3 Live Point (LBS) Top 3' 10.88" 0 1059 Snow Point (LBS) Top 7' 4.25" 399 2 Live Point (LBS) Top 7' 4.25" 0 861 Snow Point (LBS) Top 10' 9.63" 470 3 Live Point (LBS) Top 10' 9.63" 0 1059 Snow Point (LBS) Top 14' 1.50" 319 1 Live Point (LBS) Top 14' 1.50" 0 396 Snow 14 8 8 / 1 ®/ 14 8 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 4303# -- 2 13' 11.250" Wall N/A N/A 1.500" 4354# -- Maximum Load Case Reactions Used for applying point loads for line loads) to carrying members Dead Live Snow 1 1555# 1778# 1886# 2 1568# 1830# 1886# Design spans 1s11 250" Product: SP PT #1 2 x 12 4 ply Component Member Design has Passed Design Checks.**** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 15013.'# 17435.'# 86% 6.97' Total load D +0.75(L +S) Shear 3606.# 9056.# 39% 0.19' Total load D +0.75(L +S) LL Deflection 0.2808" 0.4646" L/595 6.97' Total load 0.75(L +S) TL Deflection 0.4260" 0.6969" 11392 6.97' Total load D +0.75(L +S) Control: Positive Moment DOLs Live =100% Snow =115% Roof = 125% Wind = 160% j Design assumes a repetitive member use increase in bending stress 15 % This member has been designed in accordance with NDS 2005 All product names ate trademarks of their respective owners tt ro. ).' s & 1 r ? >. Copyright (C)19372011 by Keymark Enterprises, LLC ALL RIGHTS RESERVED "Passing defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design cntena for Loads Loadino Conditions and Soa s listed in tin_ rh riot 3 of Member Data Description: CalcB9 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live. L/240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 7.2 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 6' 11.50" 67 268 Live Replacement Uniform (PLF) Top 6' 11.50" 7' 11.00" 65 262 Live Point (LBS) Top 0' 7.00" 80 0 Live "" ^` * a rm < t` -( . r -'i stn','.$ t 'V : 4 . r: -: #@ 7 ' k t a s , , '§t ` 1 � O 711 0 I / 711 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1299# -- 2 7' 1.750" Wall N/A N/A 1.500" 1219# -- Maximum Load Case Reactions Used for applying point loads (or (ne loads) to carrying members Dead Live 1 343# 956# 2 266# 953# Design spans 7' 1 750" Product: SP PT #1 2 x 10 2 ply Component Member Design has Passed Design Checks.***" Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2188.'# 4635.'# 47% 3.57' Total load D +L Shear 976.# 3238.# 30% 0.19' Total load D +L LL Deflection 0.0467" 0.2382" L 3.57' Total load L TL Deflection 0.0598" 0.3573" L/999+ 3.57' Total load D +L Control. Positive Moment DOLs: Live = 100% Snow=115% Roof = 125% Wind =160% This member has been designed in accordance with NDS 2005 All product names are trademarks of thee owners k @ ;17i 1 l to Copyright (C((88?-201 t by Keymark Enterprises. L. LLC ALL RIGHTS RESERVED "Passing is defined as when the member, floor past, beam or girder, shown an this drawing meets applicable design criteria for Loads Loading Conditions, and Spans (stud on inns sheet 2 of 4 Member Data Description: CalcB8 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 7.2 PLF Filename: Q: \KeiterSco Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 7' 2 25" 40 161 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 2.25" 56 226 Live Point (LBS) Top 0' 4.63" 168 0 Live as s ds ` .4 + a r:„ ' 'i''x Mfi �^'y e t i "i t Rs tx',s" p s / O 7 2 4 / 1 / 7 2 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1741# -- 2 6' 5.000" Wall N/A N/A 1.500" 1572# -- Maximum Load Case Reactions Used for applying point loads (o( line loads) to carrying members Dead Live 1 500# 1241# 2 332# 1241# Design spans 6' 5.000" Product: SP PT #1 2 x 10 2 ply Component Member Design has Passed Design Checks.* *** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2522.'# 4635.`# 54% 3.21' Total load D +L Shear 1195.# 3238.# 36% 0.01' Total load D +L LL Deflection 0.0438" 0.2139" L/999+ 3.21` Total load L TL Deflection 0.0556" 0.3208" L/999+ 121' Total load D +L Control Positive Moment DOLs Live =100% Snow =115% Roof = 125% Wind = 160% This member has been designed in accordance wth NDS 2005 Ail product names are trademarks u( their respective owners a r i. sp ,i - o p 4 i 64 Copyright ( 198(-201 t by d ymarC Entc•pr ses ! LC ALL RIGHT& RESERVED .vaaa,nn sriann.n:,<when + nn momr,. rr..,��<t no,.,, n.,,,mr .l.,,.,,..,. ...,....i���s...,. ,... „.... ,,..i.._,. _ __...__...__, 1 01'4 Member Data Description: CalcB7 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L /360 live, U240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 7.2 PLF Filename: Q: \KeiterSco Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 7' 5.00" 40 161 Live Point (LBS) Top 6' 10.00" 36 0 Live rxr fir, _b. ,.� x ' * .`, % / 7 5 0 o ® / / 7 5 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 693# -- 2 6' 7.750" Wall NIA N/A 1.500" 727# -- Maximum Load Case Reactions Used for applying point bads (or line loads) to carrying members Dead Live 1 159# 534# 2 193# 534# Design spans 6' 7.750" Product: SP PT #1 2 x 10 2 ply Component Member Design has Passed Design Checks.**** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1153.'# 4635.'# 24% 3.32' Total load D +L Shear 540.# 3238.# 16% 6.46' Total load D +L LL Deflection 0.0210" 0.2215" L/999+ 3.32' Total load L TL Deflection 0.0273" 0.3323" L/999+ 3.32' Total load D +L Control: Positive Moment DOLs: Live = 100% Snow = 115% Roof = 125% Wind= 160% This member has been designed in accordance with NDS 2005 All product names are trademarks of tfreir respective owners k ? „ , ,,,f'. f ' g �g ik w Copyri (0)1987 -2011 by Y.eymark Enterprises :IC. AL_ RIGHTS RESERVED "Passing Is defined as when the member. floor loin beam or Order shown ON this drawing meets applicab'e design cnreria for Loads. Loading Condrtlons. and deans l on this sheet 6 of 6 Member Data Description: CalcG6 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 7.2 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 7 27 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 7 27 Live Point (LBS) Top 0' 0.00" 347 3 Live Point (LBS) Top 0' 0.00" 0 971 Snow t d �s � fx ° ak +tan gy •' ' � r k , , �i , ' a '` . ;� f' / 1 0 0 11 5 8 O 0 12 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 1' 0.000" Wall N/A N/A 1.500" 1573# -- 2 12' 0.875" Wall N/A N/A 1.500" 374# -5# Maximum Load Case Reactions Used for applying perot loads (or line loads) to carrying members Dead Live Snow 1 514# 354# 1059# 2 81# 293# -87# Design spans 1' 0.000" (left cant) 11' 0.875" Product: SP PT #1 2 x 10 2 ply Component Member Design has Passed Design Checks."*** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 947.'# 4635.'# 20% 7 09' Total load D +L Negative Moment 1329 '# 5330.'# 24% 1' Total load D +S Negative Unbrcd 1329.'# 5330.'# 24% 1' Cants Only D +S Shear 1323.# 3723.# 35% 0.25' Total load D +S LL Deflection 0 0525" 0.3691" U999+ 6 54' Total load L TL Deflection 0.0591" 0.5536" L/999+ 6.54' Total load D +L LL Deft, Lt. 0.0201" 0.2000" 2L1999+ 0' Total load S TL Defl., Lt. 0.0215" 0.2000" 20999+ 0' Total load D +S Control Shear DOLs: Live =100% Snow = 115% Roof =125% Wind =16O% This member has been designed in accordance with NDS 2005 sg y, All product names are trademarks of their reseeci ve owners . ) I d 2 F cop (C)1987 -2011 by Keymark Erterpnses. LLC ALL RIGHTS RESERVED "Passing is defined as when the member, floor mast beam or oirder shown on t drawna meets aoollcable design critena for Loads. Loading Conditions. and Scans listed on Ibis sheet 5 of 6 Member Data Description: CaIcG5 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / RC Dead Load: 0 PLF Deflection Criteria: L/360 live, U240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 7.2 PLF Filename: Q: \KeiterSco Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 7 27 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 7 27 Live Point (LBS) Top 0' 0.00" 282 2 Live Point (LBS) Top 0' 0.00" 0 789 Snow 'A.,_„, '. 1 0 0 11 5 8 / ° ® i 12 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 1' 0.000" Wall N/A N/A 1.500" 1353# -- 2 12' 0.875" Wall N/A N/A 1 500" 380# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 443# 353# 860# 2 87# 293# -70# Design spans 1' 0.000" (left cant) 11' 0.875" Product: SP PT #1 2 x 10 2 ply Component Member Design has Passed Design Checks.""*" Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 976.'# 4635.'# 21% 7.09' Total load D +L Negative Moment 1081.'# 5330.'# 20% 1' Total load D +S Negative Unbrcd 1081.'# 5330.'# 20% 1' Cants Only D +S Shear 1076.# 3723.# 28% 0.25' Total load D +S LL Deflection 0.0525" 0.3691" L/999+ 6.54' Total load L TL Deflection 0.0616" 0.5536" L/999+ 6.54' Total load D +L LL Defl., Lt. 0.0163" 0.2000" 2L/999+ 0' Total load S TL Defl.. Lt. 0.0164" 0.2000" 2L/999+ 0' Total load D +S Control: Shear DOLs. Live =100% Snow =115% Roof= 125:/0 Wind =160% This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners A e p )i.I d Y t' Cop (C)1987 -2011 by Keymark Enterprises LLC. ALL RIGHTS RESERVES 4 of 6 Member Data Description: CalcG4 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 7.2 PLF Filename: Q: \KeiterSco Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 7 27 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 7 27 Live Point (LBS) Top 0' 0.00" 347 3 Live Point (LBS) Top 0' 0.00" 0 971 Snow / , 1 0 0 11 5 8 / © — ®/ 12 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 1' 0.000" Wall N/A N/A 1.500" 1573# -- 2 12' 0.875" Wall N/A N/A 1.500" 374# -5# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 514# 354# 1059# 2 81# 293# -87# Design spans 1' 0.000" (left cant) 11' 0 -875" Product: SP PT #1 2 x 10 2 ply Component Member Design has Passed Design Checks.* *** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 947.'# 4635 '# 20% 7.09' Total load D +L Negative Moment 1329.'# 5330.'# 24% 1' Total load D +S Negative Unbrcd 1329.'# 5330'# 24% 1' Cants Only D +S Shear 1323.# 3723.# 35% 0.25' Total load D +S LL Deflection 0.0525" 0.3691" L/999+ 6.54' Total load L TL Deflection 0- 0591" 0.5536" L/999+ 6.54' Total load D +L LL Defl., Lt. 0.0201" 0.2000" 2L/999+ 0' Total load S TL Deft, Lt. 0.0215" 0.2000" 2L/999+ 0' Total load D +S Control Shear DOLs: Live = 100% Snow = 115% Roof= 125% Wind = 160 ° /° This member has been designed in accordance with NOS 2005 gg,, All product names are trademarks of their respective owners %. villa & Copyright (C)I987.2011 by Keymark Enterprises. LLC. ALL RIGHTS RESERVED • "Pasv rc ,rctino-ri as whr'n the mmFCr nnnr mitt {,„arc ,ir nirrlor chnwn nn fnc .ir?wnn m�,lc _nn1iMO .tocir.n �.te+ f .,r I n..AC ,, .n.,,, r,, ,,Af .,,,. _n.a Cnanc .. c....a �� tn.c chnUr 3of6 Member Data Description: CalcG3 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 7.2 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 1 5 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 7 27 Live Point (LBS) Top 0' 0.00" 136 1 Live Point (LBS) Top 0' 0.00" 0 357 Snow Point (LBS) Top 3' 0.00" 48 0 Live Point (LBS) Top 6' 0.00" 39 0 Live Point (LBS) Top 9' 0.00" 48 0 Live w 1 0 0 2 4 11 3 4 OCZ / ©t 12 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 1' 1.125" Wall N/A N/A 1.500" 777# -- 2 12' 0.875" Wall N/A N/A 1.500" 303# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 324# 211# 392# 2 129# 174# -35# Design spans 1' 1 125" (left cant) 10' 11.750" Product: SP PT #1 2 x 10 2 ply Component Member Design has Passed Design Checks.* * ** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 841.'# 4635.'# 18% 6.58' Even Spans D +L Negative Moment 548.'# 5330.'# 10% 1.09' Total load D +S Negative Unbrcd 548.'# 5330.'# 10% 1.09' Odd Spans D +S Shear 497.# 3723 # 13% 0.33' Total load D +S LL Deflection 0.0308" 0.3660" L/999+ 6.58' Even Spans L TL Deflection 0.0533" 0.5490" L/999+ 6.58' Even Spans D +L LL Defl., Lt. - 0.0098" 0.2000" 21_1999+ 0' Even Spans L TL Defl., Lt. - 0.0154" 0.2000" 2L/999+ 0' Even Spans D +L Control Positive Moment DOLs. Live =100% Snow =115% Roof =125% Wind =160% This member has been designed in accordance with NDS 2005 y All product names are trademarks of their respective owners ='i / w 1. - & Copyogot (0)1987.2(1t t by Keymark Enterprises, LLC. ALL RIGHTS RESERVED "Pawn,. c d t eerl eo whee Ih,. rnernher flnnr hltt 'earn rr r.utlar sh�wn nn thPo rtrwo r,n mee,c anal:: ^, Je rrec er, erana fn- 1 e,d,r ,dt,, . ,, .. r n�c inn en "i c l atnn , .+ rh < cove, 2 of 6 Member Data Description: CalcG2 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 7.2 PLF Filename: Q:1KeiterSco Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 12' 0.00" 7 27 Live Replacement Uniform (PLF) Top 0' 0.00" 20' 6.75" 1 5 Live Replacement Uniform (PLF) Top 12' 0.00" 20' 6.75" 7 27 Live I ' y ' r k n c ? x� a Z +; �?� a �r c a / 1 0 2 4 11 1 4 710 4 20 612 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 1' 1.125" Wall N/A N/A 1.500" 274# -- 2 12' 3.500" Wall N/A N/A 1.500" 570# -- 3 20' 1.750" Wall N/A N/A 1.500" 150# -- Maximum Load Case Reactions Used for applying point toads (or line loads) to carrying members Dead Live 1 85# 188# 2 183# 387# 3 36# 113# Design spans 1' 1.125" (left cant) 11' 2 -375" 7' 10 250" 0' 0 375" (right cant) Product: SP PT #1 2 x 10 2 ply Component Member Design has Passed Design Checks. *` ** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 508.'# 4635.'# 10% 5.57' Even Spans D +L Negative Moment 577.'# 4635 '# 12% 12.29' Adjacent 2 D +L Negative Unbrcd 577.'# 4635.'# 12% 12.29' Adjacent 2 D +L Shear 277.# 3238.# 8% 11.73' Adjacent 2 D +L LL Deflection 0.0217" 0.3733" L/999+ 6.13' Even Spans L TL Deflection 0.0299" 0.5599" L/999+ 6.13' Even Spans D +L LL Defl., Lt. - 0.0074" 0.2000" 2L/999+ 0' Even Spans L TL Defl., Lt. - 0.0102" 0.2000" 2L/999+ 0' Even Spans D +L LL Defl., Rt. 0.0010" 0.2000" 2L/749 20.18' Odd Spans L TL Defl., Rt. 0.0010" 0.2000" 2L/749 20.18' Odd Spans D +L Control Negative Moment DOLs. Live= 100% Snow = 115% Roof =125% Wind =160% This member has been designed in accordance with NDS 2005 All product names are trademarks of then respective owners 'fin v' iii a r Copyi7ght 987 -2olt by Keymark Enterprises, LC. ALL RIGHTS RESERVED "Passim is defined as when the member floor mist beam or nlyder shown or, this drawino meets aoolicable desire coteria for Loads. Loath. Conditenns. and Sears listed on. this sheet P 1 of 6 Member Data Description: CalcG1 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 7.2 PLF Filename: Q:1KeiterSco Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 7 27 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 7 27 Live Point (LBS) Top 3' 5.50" 48 0 Live Point (LBS) Top 6' 5 50" 39 0 Live Point (LBS) Top 9' 5.50" 48 0 Live Point (LBS) Top 12' 5.50" 136 1 Live Point (LBS) Top 12' 5.50" 0 357 Snow 'srr ` a ', a3 7 ,IMP, i. M fs Y ^T" -: ll iiiffibiliZzlid . 'ate r * / / 11 3 4 1 2 4 12 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 446# -- 2 10' 10.625" Wall N/A N/A 1.500" 929# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 155# 290# -38# 2 363# 358# 396# Design spans 10' 10.625" 1' 2.250" (right cant) Product: SP PT #1 2 x 10 2 ply Component Member Design has Passed Design Checks. * * ** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1217.'# 4635.'# 26% 5.44' Odd Spans D +L Negative Moment 599.'# 5330.'# 11% 10.89' Total load D +S Negative Unbrcd 599.'# 5330.'# 11% 10.89' Even Spans D +S Shear 440.# 3238.# 13% 10.34' Total load D +L LL Deflection 0.0501" 0.3628" L/999+ 5.44' Odd Spans L TL Deflection 0.0762" 0.5443" L/999+ 5.44' Odd Spans D +L LL Defl., Rt. - 0.0175" 0.2000" 2L/999+ 12.07' Odd Spans L TL Defl., Rt. - 0.0247" 0.2000" 2L/999+ 12.07' Odd Spans D +L Control Positive Moment DOLs: Live = 100% Snow =115% Roof = 125% Wind = 160% This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners fi pp ,i R- V i1.� � 5. � 4. Copyright (C)1967 -2611 by K- eyfiark Enferonszs, LLG. ALL RIGHTS RESERVED "Passing is defined as when the member, floor }oist, beam or girder, shown on this drawing meets applicable design cdtena for Loads Loading Conditions, and Spans listed on this sheet